Steel beam or steel reinforced concrete beam and concrete column rigid connection joint and design method

Abstract

The invention relates to the technical field of building technologies, and discloses a steel beam or steel reinforced concrete beam and concrete column rigid connection joint and a design method. The design method comprises the following steps that S1, the size of an internally-inserted cross-shaped stiffening plate is determined according to the sectional size of four steel structure beams; s2, the arrangement mode and the section size of the annular steel beam are determined; s3, according to the combined bending moment of the four steel structure beams, the width and the height of the end plate are obtained through reverse calculation according to the local pressure bearing capacity; and S4, calculating the number of the shear bolts. According to the method, the arrangement of column steel bars is not influenced, and the arrangement of column longitudinal bars and column stirrups in the concrete column is hardly influenced; the concrete pouring quality of a core area of the joint is reliable, a vertical pouring channel of the concrete column is not affected at all, no dead angle is left during vibration, construction is convenient, and the construction quality is controllable; the node is high in overall rigidity, stress of the node in four directions tends to be average, and overall deformation of the node is small.

Description

Technical Field

[0001] The invention relates to the technical field of building technology, and in particular to a rigid connection node between a steel beam or a steel concrete beam and a concrete column and a design method thereof. Background Art

[0002] In the process of building design, we often encounter the need for large-span spaces (spans exceeding 18m). For large-span spaces between 20m and 30m, in order to meet the net height of the building, the structure generally uses steel beams; long cantilever beams or transfer beams are often required to use steel beams or steel-concrete beams in order to reduce beam height, reduce reinforcement, and facilitate concrete pouring. At this time, the rigid connection between the steel beam or steel-concrete beam and the concrete column is the key part to ensure the bearing capacity of the steel beam or steel-concrete beam and the force system of the entire structure.

[0003] At present, the rigid connection nodes between steel structure beams and concrete columns mainly adopt the following three methods: 1. Direct burial, that is, before pouring the concrete column, the steel beam is inserted into the concrete column and fixed, and the longitudinal reinforcement and stirrups of the column are tied before pouring the concrete column; 2. Embedded steel type, that is, before pouring concrete, the steel is embedded in the middle of the concrete column, and steel brackets are reserved on the side of the steel, and the longitudinal reinforcement and stirrups of the column are tied before pouring the concrete column. The steel beam and the steel bracket are connected by strong welding or strong bolts. The cross-sectional form of the embedded steel can be adjusted to I-shaped, box-shaped, circular, cross-shaped and other cross-sectional forms according to the cross-sectional form of the concrete column. This method is also the most widely used at present; 3. Anchor type, that is, before pouring the concrete column, the anchor (anchor bar, anchor plate) is fixed in the concrete column, and the longitudinal reinforcement and stirrups of the column are tied before pouring the concrete column.

[0004] In the direct-buried rigid connection between steel beams and concrete columns, since the steel beams are directly inserted into the columns, the longitudinal reinforcement of the column within the width of the steel beams in the node area is interrupted, and the stirrups of the column within the height of the steel beams in the node area are interrupted. In addition, when pouring and vibrating concrete, due to the presence of the steel beams, the concrete under the steel beams is not easy to vibrate, is difficult to compact, and is prone to hollowing, which affects the safety of force.

[0005] The pre-embedded steel rigid connection node between steel beam and concrete column also has the above three disadvantages of direct buried rigid connection node due to the pre-embedded steel in the column and steel corbels on the four sides. In addition, due to the existence of pre-embedded steel, the amount of steel used in the node is higher than that of direct buried type, and the amount of welding is large.

[0006] In order to achieve the rigid connection between the two ends of the beam, the anchor bar number of the steel beam and the concrete column is relatively dense, which makes it difficult to pour the concrete column and difficult to install and fix in the frame column. The rigidity of this node is not as good as that of the direct buried type and the embedded steel type. It is a semi-rigid node. It is difficult to simulate the semi-rigid node in the analysis process, and the analysis results are difficult to judge, resulting in the inability to judge the true rigidity, affecting the safety of the force.

[0007] In view of the shortcomings of the existing technology that greatly affects the placement of steel bars (longitudinal bars + stirrups) in the column in the node area, the pouring and vibration of concrete in the core area of ​​the node is difficult, which easily leads to insufficient concrete strength and affects the stress safety, a solution that is easy to construct is proposed under the premise of basically ensuring that the amount of steel used in the node does not increase and the overall stiffness of the node is good. Summary of the invention

[0008] The purpose of the present invention is to overcome the deficiencies of the above prior art and to provide a rigid connection node between a steel beam or a steel concrete beam and a concrete column.

[0009] The invention also provides a design method for a rigid connection node between a steel beam or a steel-concrete beam and a concrete column.

[0010] The objective of the present invention is achieved through the following technical scheme: a rigid connection node between a steel beam or a steel concrete beam and a concrete column comprises a concrete column, an inserted cross stiffening plate, a ring-shaped steel beam and a steel structure beam, the central axis of the inserted cross stiffening plate overlaps with the central axis of the concrete column, the second cross-shaped stiffening plate of the inserted cross stiffening plate is located inside the concrete column, the first cross-shaped stiffening plate of the inserted cross stiffening plate protrudes from the outer periphery of the concrete column, the first cross-shaped stiffening plate is connected to the steel structure beam through shear bolts, the steel structure beam abuts against the concrete column, two adjacent steel structure beams are obliquely connected through the ring-shaped steel beam, the ring-shaped steel beam is connected end to end to form a steel ring, and the concrete column passes through the steel ring.

[0011] A better choice is that the inserted cross stiffening plate includes a first cross stiffening plate, a second cross stiffening plate and shear bolts, the shear bolts are distributed on the surfaces of the first cross stiffening plate and the second cross stiffening plate, the central axis of the first cross stiffening plate overlaps with the central axis of the second cross stiffening plate, the bottom of the first cross stiffening plate is connected to the top of the second cross stiffening plate, the width of the first cross stiffening plate is greater than the width of the second cross stiffening plate, the first cross stiffening plate is provided with stirrup through holes and bolt through holes, the stirrup through holes are located on the outside of the shear bolts, the bolt through holes are located on the outside of the stirrup through holes, the column stirrups in the concrete column pass through the stirrup through holes, the shear bolts and the second cross stiffening plate are located inside the concrete column, and the shear bolts are installed in the bolt through holes.

[0012] A better choice is that the width of the first cross-shaped stiffening plate is D+190*2+2*tf m , the height of the first cross-shaped stiffening plate is H m -320, the thickness of the first cross-shaped stiffening plate is t m+10, D is the diameter of the concrete column, tf m is the flange thickness of the annular steel beam, the H m is the web height of the steel beam, and t m is the web thickness of the steel beam.

[0013] A better choice is that the length of the second cross stiffening plate is D-200*2, and the thickness of the second cross stiffening plate is t m +10, D is the diameter of the concrete column, t m is the web thickness of the steel beam.

[0014] A more preferred option also includes an end plate, and the steel structure beam is abutted against the concrete column through the end plate.

[0015] A design method for a rigid joint between a steel beam or a steel-concrete beam and a concrete column comprises the following steps:

[0016] S1. Determine the size of the inserted cross stiffening plate according to the cross-sectional dimensions of the four steel structure beams;

[0017] S2. Determine the layout and cross-sectional dimensions of the annular steel beams;

[0018] S3. According to the combined bending moment of the four steel structure beams, the width and height of the end plate are calculated in reverse according to the local compressive bearing capacity;

[0019] S4. Calculate the number of shear bolts.

[0020] A more preferred option is that the calculation method of the second cross-shaped stiffening plate of the interpolated cross stiffening plate in step S1 includes the following steps:

[0021] S101. Determine the shear bearing capacity R of the shear studs according to the type of shear studs. p ,

[0022]

[0023] In the formula, A s is the cross-sectional area of ​​the shear stud rod, E c is the elastic modulus of concrete, f c is the axial compressive strength of concrete, r is the ratio of the minimum tensile strength of the shear stud material to the yield strength, and f is the design value of the tensile strength of the shear stud;

[0024] S102, reversely calculate the number n of required shear studs according to the tensile bearing capacity of the cross section of the second cross-shaped stiffening plate, and calculate the arrangement length of the shear studs according to the spacing of the shear studs. The calculation formula is:

[0025]

[0026] Wherein, D is the diameter of the concrete column, and t m is the web thickness of the steel beam.

[0027] A better option is that step S3 includes the following steps:

[0028] S301, extracting the internal forces of the four steel structure beams of the node under various working conditions according to the structural model of the node, and selecting the combined internal forces of the four steel structure beams under the control working conditions according to the General Code for Engineering Structures;

[0029] S302. According to the combined internal force analysis of the control working condition of step S301, the combined bending moment of the four steel structure beams is obtained. According to the force balance condition, the combined bending moment is used to calculate the width and height of the end plate using a formula, wherein the four steel structure beams include a first I-shaped steel beam, a second I-shaped steel beam, a third I-shaped steel beam and a fourth I-shaped steel beam.

[0030] A better option is that step S302 includes the following steps:

[0031] S3021. When M1, M2, M3 and M4 are negative moments and |M1|>|M2|>|M3|>|M4|, the width and height of the end plate are calculated by formula (1). Formula (1) is:

[0032]

[0033] Among them, M1 is the combined bending moment of the first I-shaped steel beam, M2 is the combined bending moment of the second I-shaped steel beam, M3 is the combined bending moment of the third I-shaped steel beam, M4 is the combined bending moment of the fourth I-shaped steel beam, α1 is the coefficient, f c is the design value of the axial compressive strength of concrete, a1, a2, a3, a4 are the end plate widths corresponding to the first I-shaped steel beam, the second I-shaped steel beam, the third I-shaped steel beam and the fourth I-shaped steel beam, respectively, b1, b2, b3, b4 are the end plate heights corresponding to the first I-shaped steel beam, the second I-shaped steel beam, the third I-shaped steel beam and the fourth I-shaped steel beam, respectively; H m is the cross-sectional height of the ring steel beam;

[0034] S3022. When M1, M2, and M3 are all negative moments and M4 is a positive moment, and |M1|>|M2|>|M3|, the width and height of the end plate are calculated by calculation formula (2). The calculation formula (2) is:

[0035]

[0036] S3023. When M1, M2, and M3 are all negative bending moments and M4 is a positive bending moment, and |M1|>|M3|>|M2|, the width and height of the end plate are calculated by calculation formula (3). The calculation formula (3) is:

[0037]

[0038] S3024. When M1 and M3 are negative moments, and M2 and M4 are positive moments, the width and height of the end plate are calculated using formula (4). The calculation formula (4) is:

[0039]

[0040] A better choice is that the calculation formula for the number of shear bolts in step S4 includes:

[0041]

[0042] Where N1, N2, N3, and N4 represent the number of shear bolts corresponding to the first I-shaped steel beam, the second I-shaped steel beam, the third I-shaped steel beam, and the fourth I-shaped steel beam, respectively. v represents the shear strength of steel; H1, H2, H3 and H4 represent the heights of the first I-shaped steel beam, the second I-shaped steel beam, the third I-shaped steel beam and the fourth I-shaped steel beam respectively; t1, t2, t3 and t4 represent the web thicknesses of the first I-shaped steel beam, the second I-shaped steel beam, the third I-shaped steel beam and the fourth I-shaped steel beam respectively; Indicates the design value of the shear bearing capacity of the shear bolt.

[0043] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0044] The present invention provides a rigid connection node between a steel beam or a steel-concrete beam and a concrete column and a design method, which does not affect the arrangement of the column reinforcement and has almost no effect on the arrangement of the column longitudinal reinforcement and the column stirrups in the concrete column; the concrete pouring quality in the core area of ​​this node is reliable, the vertical pouring channel of the concrete column is completely unaffected, the vibration leaves no dead angle, the construction is convenient, and the construction quality is controllable; the overall rigidity of this node is large, the forces on this node in four directions tend to be average, and the overall deformation of this node is small. BRIEF DESCRIPTION OF THE DRAWINGS

[0045] Figure 1 It is a schematic diagram of a rigid connection node between a steel beam or steel concrete beam and a concrete column according to the present invention;

[0046] Figure 2 It is an exploded diagram of a rigid connection node between a steel beam or a steel-concrete beam and a concrete column according to the present invention;

[0047] Figure 3It is an exploded diagram of a circumferential steel beam, an oblique stiffening plate and a steel structure beam at a rigid connection node between a steel beam or a steel-concrete beam and a concrete column according to the present invention;

[0048] Figure 4 It is a front view of an inserted cross stiffening plate of a rigid connection node between a steel beam or a steel concrete beam and a concrete column according to the present invention;

[0049] Figure 5 It is a top view of a rigid connection node between a steel beam or steel concrete beam and a concrete column according to the present invention;

[0050] Figure 6 yes Figure 5 Sectional view at A1;

[0051] Figure 7 yes Figure 5 A cross-sectional view at A2;

[0052] Figure 8 yes Figure 5 A cross-sectional view at A3;

[0053] Fig. 9 yes Figure 5 A cross-sectional view at A4;

[0054] Fig.10 A force diagram of a rigid connection node between a steel beam or a steel-concrete beam and a concrete column under vertical load in the present invention;

[0055] Fig.11 Invent a stress flow diagram of a rigid connection node between a steel beam or steel-concrete beam and a concrete column under vertical load;

[0056] Fig.12 Invent a stress flow diagram of a rigid connection node between a steel beam or steel-concrete beam and a concrete column under vertical load;

[0057] Fig.13 A force diagram of a rigid connection node between a steel beam or a steel concrete beam and a concrete column under a horizontal load according to the present invention;

[0058] Fig.14 Invent a stress flow diagram of a rigid connection node between a steel beam or steel-concrete beam and a concrete column under horizontal load;

[0059] Fig.15 Invent a stress flow diagram of a rigid connection node between a steel beam or steel-concrete beam and a concrete column under horizontal load;

[0060] Fig.16 A schematic diagram of the combined bending moment of step S3021 of a design method for a rigid joint between a steel beam or a steel-concrete beam and a concrete column is invented;

[0061] Fig.17 A schematic diagram of the combined bending moment of steps S3022 and S3023 of a design method for a rigid joint between a steel beam or steel-concrete beam and a concrete column is invented;

[0062] Fig.18 A schematic diagram of the combined bending moment of step S3024 of a design method for a rigid joint between a steel beam or a steel-concrete beam and a concrete column is invented;

[0063] Fig.19 The invention discloses a flow chart of a design method for a rigid connection node between a steel beam or steel-concrete beam and a concrete column.

[0064] Markings of components in the attached drawings: 1-concrete column; 101-column longitudinal reinforcement; 102-column stirrups; 2-circumferential steel beam; 3-diagonal stiffening plate; 4-steel structure beam; 401-first I-shaped steel beam; 402-second I-shaped steel beam; 403-third I-shaped steel beam; 404-fourth I-shaped steel beam; 5-inserted cross stiffening plate; 51-first cross-shaped stiffening plate; 511-stirrup penetration hole; 512-bolt penetration hole; 52-second cross-shaped stiffening plate; 53-shear studs; 6-end plate; 7-shear bolts. DETAILED DESCRIPTION

[0065] The purpose of the present invention is further described in detail below with reference to the accompanying drawings and specific examples. The examples cannot be described one by one here, but the implementation methods of the present invention are not therefore limited to the following examples.

[0066] like Figure 1-9As shown, a rigid connection node between a steel beam or steel concrete beam and a concrete column in this embodiment includes a concrete column 1, an inserted cross stiffening plate 5, four circumferential steel beams 2, eight oblique stiffening plates 3 and four steel structure beams 4. The central axis of the inserted cross stiffening plate 5 overlaps with the central axis of the concrete column 1, the second cross stiffening plate 52 of the inserted cross stiffening plate 5 is wrapped inside the concrete column 1, and the first cross stiffening plate 51 of the inserted cross stiffening plate 5 protrudes from the outer circumference of the concrete column 1. The four protrusions of the first cross stiffening plate 51 are respectively connected to the four steel structure beams 4 by shear bolts 7. The flanges of the four steel structure beams 4 are provided with end plates 6, which abut against the outer circumferential surface of the concrete column 1. The eight oblique stiffening plates 3 are arranged at 45° relative to the X-axis or the Y-axis, and the two ends of each oblique stiffening plate 3 are cross-connected with two adjacent steel structure beams 4. The four annular steel beams 2 are arranged at 45° relative to the X-axis or the Y-axis. The four annular steel beams 2 are respectively welded to the upper side of the four steel structure beams 4, and the four annular steel beams 2 on the upper side are connected end to end. The four annular steel beams 2 are respectively welded to the lower side of the four steel structure beams 4, and the four annular steel beams 2 on the lower side are connected end to end to form a steel ring. Eight oblique stiffening plates 3 are welded at the oblique connection between the webs of the four steel structure beams 4 and the four annular steel beams 2, and two oblique stiffening plates 3 are welded on both sides of the web of each steel structure beam 4. The upper end of the concrete column 1 is located at the upper steel ring, and the lower end of the concrete column 1 is located at the lower steel ring.

[0067] The concrete column 1 is cylindrical and is used to bear vertical forces and has a load-bearing function. The inserted cross stiffener plate 5 is used to transfer the bending moments in all directions to the column longitudinal reinforcement 101 of the concrete column 1. The circumferential steel beam 2 is used to balance the forces and stresses of each I-shaped steel beam 4 to achieve the bending moment balance outside the concrete column 1. The steel structure beam 4 is an I-shaped steel beam, which includes a first I-shaped steel beam 401, a second I-shaped steel beam 402, a third I-shaped steel beam 403 and a fourth I-shaped steel beam 404, which are used for force and load bearing.

[0068] like Figure 4As shown, the inserted cross stiffening plate 5 includes a first cross stiffening plate 51, a second cross stiffening plate 52 and a plurality of shear bolts 53. The shear bolts 53 are evenly distributed on the surface of the second cross stiffening plate 52, and the central axis of the first cross stiffening plate 51 overlaps with the central axis of the second cross stiffening plate 52. The bottom of the first cross stiffening plate 51 is connected to the top of the second cross stiffening plate 51. A row of stirrup through holes 511 is provided on each of the four protrusions of the first cross stiffening plate 51, and the spacing between two adjacent stirrup through holes 511 is 100 mm. The aperture of the stirrup through holes 511 is the diameter of the column stirrup 102 + 2 mm, so as to facilitate the perforation and binding of the column stirrup 102. Two rows of bolt through holes 512 are provided on the outside of the row of stirrup through holes 511. The four protrusions of the first cross stiffening plate 51 all protrude from the outer peripheral surface of the concrete column 1. The shear bolts 7 pass through two rows of bolt through holes 512 of the first cross-shaped stiffening plate 51 and are connected to the steel structure beam 4. The second cross-shaped stiffening plate 52 and the shear bolts are wrapped inside the concrete column 1.

[0069] The width of the first cross-shaped stiffening plate 51 is D+190*2+2*tf m , where 190mm is calculated based on the number of bolt rows and spacing, D is the diameter of the concrete column 1, and tf m is the flange thickness of the annular steel beam 2. The height of the first cross-shaped stiffening plate 51 is H m -320, H m is the web height of the steel structure beam 4. The thickness of the first cross-shaped stiffening plate 51 is t m +10, t m is the web thickness of the steel structure beam 4. The width of the second cross stiffening plate is D-200*2, and the height h2 of the second cross stiffening plate is calculated according to the tensile bearing capacity of the cross section of the second cross stiffening plate to calculate the number of shear studs 53 to be set, and the length of the second cross stiffening plate is calculated according to the number of shear studs 53. The thickness of the first cross stiffening plate 51 and the second cross stiffening plate 52 are both t m +10.

[0070] A construction method for a rigid joint between a steel beam or steel concrete beam and a concrete column:

[0071] First, before pouring the concrete column 1, insert the inner cross stiffening plate 5 into the cylindrical mold of the concrete column 1, set two rows of shear bolts 53 on the second cross stiffening plate 52 of the inner cross stiffening plate 5, the distance between two adjacent shear bolts 53 is 150mm, and the size of the shear bolts 53 is φ19×90mm. Pass the column stirrups 102 through the stirrup holes 511 of the four protruding parts of the first cross stiffening plate 51 of the inner cross stiffening plate 5, and tie the column stirrups 102 to the column longitudinal reinforcement 101, and then pour concrete into the cylindrical mold. After waiting for the concrete to solidify, the concrete column 1 with the protruding part of the first cross stiffening plate 51 is obtained.

[0072] Then, the end plate 6 is installed on the flanges of the ends of the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404, and the end plate 6 is pressed against the outer peripheral surface of the concrete column 1. The first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404 are fixedly connected to the four protrusions of the inserted cross stiffening plate 5 by shear bolts 7 respectively. The number N of shear bolts 7 at the connection between each steel structure beam 4 and the protrusion is ≥ the shear bearing capacity of the web of the steel structure beam 4 / the shear bearing capacity of one shear bolt 7. The thickness of the end plate 6 is the thickness of the web of the corresponding steel structure beam 4, and the height and length of the end plate 6 can be determined by calculating the local pressure bearing capacity.

[0073] A ring steel beam 2 is respectively arranged between the first I-shaped steel beam 401 and the third I-shaped steel beam 403, between the first I-shaped steel beam 401 and the fourth I-shaped steel beam 404, between the second I-shaped steel beam 402 and the third I-shaped steel beam 403, and between the second I-shaped steel beam 402 and the fourth I-shaped steel beam 404. The angle between the ring steel beam 2 and the X-axis or the Y-axis ranges from 30 to 60 degrees, and 45 degrees is selected in this embodiment. The cross-sectional size of the ring steel beam 2 is H m ×b m ×t m ×tf m , where H m is the height, b m is the flange width, t m is the web thickness, tf m is the flange thickness, H m , b m ,t m and tf m The larger value of the corresponding cross-sectional dimensions of the four steel structure beams 4, that is, H m =max{H1, H2, H3, H4}, b m =max{b1, b2, b3, b4}, t m =max{t1, t2, t3, t4}, tfm =max{tf1, tf2, tf3, tf4}. The four annular steel beams 2 are respectively welded to the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404. Since the heights of the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404 may be inconsistent, in order to ensure the continuity of the force transmission of the annular steel beam 2, the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404 are set with a slope of 1:3 at the end close to the concrete column 1 in the height direction of the annular steel beam 2 for transition.

[0074] Description of the force mechanism of a rigid connection between a steel beam or steel concrete beam and a concrete column:

[0075] Under the action of vertical load, the stress condition at this node is as follows: Figure 10-12 As shown. Under the action of negative bending moment, the upper flange of the steel structure beam 4 is tensile and the lower flange of the steel structure beam 4 is compressed. The upper flange of the steel structure beam 4 achieves tension balance through the flange of the upper annular steel beam 2 connected to it, and the compressed lower flange of the steel structure beam 4 achieves top balance through the flange of the lower annular steel beam 2 connected to it. Generally, under the premise that the bending moment of each steel structure beam 4 is equal, the bending moment self-balance is achieved outside the concrete column 1. The concrete column 1 does not bear the bending moment, but only bears the vertical force, which can greatly reduce the column section size and reinforcement. However, in actual engineering, due to the inconsistent bending moment of each steel structure beam 4, the unbalanced bending moment is transmitted to the concrete column 1 through two paths: 1. It is transmitted to the concrete column 1 through the compressed end plate 6; 2. It is transmitted to the concrete column 1 through the inserted cross stiffening plate 5 and absorbed by the column longitudinal reinforcement 101 of the concrete column 1. Under the action of shear force, the webs of the four steel structure beams 4 directly transmit the force to the inner cross stiffening plate 5 through the shear bolts 7 , and the inner cross stiffening plate 5 transmits the force to the concrete column 1 through the shear studs 53 .

[0076] Under the action of horizontal load, the stress condition at this node is as follows: Figure 13-15 As shown. Under the action of negative bending moment, the upper flanges of the first I-shaped steel beam 401 and the third I-shaped steel beam 403 are subjected to tension, and the lower flanges are subjected to compression. Under the action of positive bending moment, the upper flanges of the second I-shaped steel beam 402 and the fourth I-shaped steel beam 404 are subjected to compression, and the lower flanges are subjected to tension. The internal tension and pressure of the upper and lower flanges of the steel structure beam 4 cannot be balanced by the annular steel beam 2, and can be transmitted to the concrete column 1 through two paths: 1. Transmitted to the concrete column 1 through the compressed end plate 6; 2. Transmitted to the concrete column 1 through the inserted cross stiffening plate 5, and absorbed by the column longitudinal reinforcement 101 in the concrete column 1. According to the stiffness distribution principle, the first force transmission path accounts for more than 85% of the above two force transmission paths and is the main force transmission path.

[0077] Considering that the force transmission mechanism of this node under vertical load and horizontal load is quite different, and the force transmission mechanism under vertical load is beneficial to the force of this node, the application of this node can be divided into two cases: 1. When the vertical load is dominant and the horizontal load does not play a controlling role, the end plate 6 at the flange of the steel structure beam 4 can be cancelled, and the thickness of the inserted cross stiffening plate 5 can also meet the node bearing capacity and deformation requirements, and the column section can be reduced; 2. When there is an unbalanced bending moment of the vertical load and the horizontal load plays a controlling role, the end plate 6 at the flange of the steel structure beam 4 must be retained to absorb the unbalanced bending moment and meet the node bearing capacity and deformation requirements. This node is also suitable for the connection node between the concrete column 1 and the steel concrete beam.

[0078] In addition, this node is also suitable for foundations or beamless floors connected to concrete columns 1. This node can improve the shear and punching resistance of the node by inserting a cross stiffening plate 5 and annular steel beams 2, improve the brittle punching failure mode, and reduce the thickness of the column base or the thickness of the column cap at the top of the column.

[0079] like Fig.19 As shown, a design method for a rigid connection node between a steel beam or a steel-concrete beam and a concrete column comprises the following steps:

[0080] S1. Determine the size of the inserted cross stiffening plate 5 according to the cross-sectional size of the four steel structure beams 4;

[0081] The calculation method of the second cross-shaped stiffening plate 52 of the interpolated cross stiffening plate 5 in step S1 comprises the following steps:

[0082] S101. Determine the shear bearing capacity R of the shear stud 53 according to the model of the shear stud 53. p ,

[0083]

[0084] In the formula, A s is the cross-sectional area of ​​the shear stud 53, E c is the elastic modulus of concrete, f c is the axial compressive strength of concrete, r is the ratio of the minimum tensile strength of the material of the shear stud 53 to the yield strength, and f is the tensile strength design value of the shear stud 53;

[0085] S102, reversely calculate the number n of the required shear studs 53 according to the cross-sectional tensile bearing capacity of the second cross-shaped stiffening plate 52, and calculate the arrangement length of the shear studs 53 according to the spacing (150×150 mm) of the shear studs 53. The calculation formula is:

[0086]

[0087] Where D is the diameter of the concrete column 1, tm is the web thickness of the steel structure beam 4.

[0088] S2. Determine the arrangement and cross-sectional dimensions of the annular steel beam 2, as described above for the annular steel beam 2;

[0089] S3, according to the combined bending moment of the four steel structure beams 4, the width and height of the end plate 6 are reversely calculated according to the local compressive bearing capacity; step S3 includes the following steps:

[0090] S301, according to the structural model of the node, extract the internal forces (including shear force V and bending moment M) of the four steel structure beams 4 of the node under various working conditions, and select the control working condition combined internal forces (V1-V4, M1-M4) of the four steel structure beams 4 according to the "General Code for Engineering Structures";

[0091] S302, by analyzing, the combined bending moment of the four steel structure beams 4 is obtained (including positive bending moment or negative bending moment, when the lower side of the component section is under tension, it is called positive bending moment; when the upper side of the component section is under tension, it is called negative bending moment), and according to the force balance condition, the combined bending moment uses a formula to calculate the width and height of the end plate 6, wherein the four steel structure beams 4 include a first I-shaped steel beam 401, a second I-shaped steel beam 402, a third I-shaped steel beam 403 and a fourth I-shaped steel beam 404. Step S302 includes the following steps:

[0092] S3021, such as Fig.16 As shown, when M1, M2, M3 and M4 are negative moments, and |M1|>|M2|>|M3|>|M4|, the combined bending moment of the first I-shaped steel beam 401 at this node can be divided into two parts, |M1-M4| and |M4|. Similarly, the combined bending moment of the second I-shaped steel beam 402 can be divided into two parts, |M2-M4| and |M4|. The combined bending moment of the third I-shaped steel beam 403 can be divided into two parts, |M3-M4| and |M4|. Under the action of the M4 partial bending moment, the bending moments in all directions are equal, and the bending moment is self-balanced in the annular steel beam 2 outside the concrete column 1, and the concrete column 1 does not bear the bending moment. The difference partial bending moments |M1-M4|, |M2-M4|, |M3-M4| are balanced by the extrusion force between the end plate 6 and the concrete column 1. The width and height of the end plate 6 are calculated by formula (1). The calculation formula (1) is

[0093]

[0094] Wherein, M1 is the combined bending moment of the first I-shaped steel beam 401, M2 is the combined bending moment of the second I-shaped steel beam 402, M3 is the combined bending moment of the third I-shaped steel beam 403, M4 is the combined bending moment of the fourth I-shaped steel beam 404, α1 is a coefficient, which is taken according to Article 6.2.6 of the Code for Design of Concrete Structures (GB50010-2010 (2015 Edition)), f c is the design value of the axial compressive strength of concrete, which is taken according to Table 4.1.4-1 of Code for Design of Concrete Structures (GB50010-2010 (2015 Edition)), a1, a2, a3, a4 are the widths of the end plates 6 corresponding to the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404, respectively, b1, b2, b3, b4 are the heights of the end plates 6 corresponding to the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404, respectively; H m is the cross-sectional height of the annular steel beam 2;

[0095] S3022, such as Fig.17 As shown, when M1, M2, and M3 are all negative moments and M4 is a positive moment, and |M1|>|M2|>|M3|, the combined bending moment of the first I-shaped steel beam 401 at this node can be divided into two parts, |M1-M3| and |M3|. Similarly, the combined bending moment of the second I-shaped steel beam 402 can be divided into two parts, |M2-M3| and |M3|. The combined bending moment of the fourth I-shaped steel beam 404 can be divided into two parts, |M4-M3| and |M3|. Under the action of the M3 partial bending moment, the bending moments in all directions are equal, and the bending moment is self-balanced in the annular steel beam 2 outside the concrete column 1, and the concrete column 1 does not bear the bending moment. The difference partial bending moments |M1-M3|, |M2-M3|, and |M4-M3| are balanced by the extrusion force between the end plate 6 and the concrete column 1. The width and height of the end plate 6 are calculated by formula (2). The calculation formula (2) is

[0096]

[0097] S3023, such as Fig.17As shown, when M1, M2, and M3 are all negative moments and M4 is a positive moment, and |M1|>|M3|>|M2|, the combined bending moment of the first I-shaped steel beam 401 at this node can be divided into two parts, |M1-M2| and |M2|. Similarly, the combined bending moment of the third I-shaped steel beam 403 can be divided into two parts, |M3-M2| and |M2|, and the combined bending moment of the fourth I-shaped steel beam 404 can be divided into two parts, |c4-M2| and |M2|. Under the action of the M2 partial bending moment, the bending moments in all directions are equal, and the bending moment is self-balanced in the annular steel beam 2 outside the concrete column 1, and the concrete column 1 does not bear the bending moment. The difference partial bending moments |M1-M2|, |M3-M2|, and |M4-M2| are balanced by the extrusion force between the end plate 6 and the concrete column 1. The width and height of the end plate 6 are calculated by formula (3). The calculation formula (3) is

[0098]

[0099] S3024, such as Fig.18 As shown in Figure 2, when M1 and M3 are negative moments, M2 and M4 are positive moments, and the moments are all balanced by the extrusion force between the end plate 6 and the concrete column 1, the width and height of the end plate 6 are calculated by formula (4), which is:

[0100]

[0101] S4, calculating the number of shear bolts 7. The calculation formula for the number of shear bolts 7 in step S4 includes:

[0102]

[0103] Wherein, N1, N2, N3, and N4 represent the number of shear bolts 7 corresponding to the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403, and the fourth I-shaped steel beam 404, respectively. v represents the shear strength of the steel; H1, H2, H3 and H4 represent the steel beam heights of the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404 respectively; t1, t2, t3 and t4 represent the web thicknesses of the first I-shaped steel beam 401, the second I-shaped steel beam 402, the third I-shaped steel beam 403 and the fourth I-shaped steel beam 404 respectively; It represents the design value of the shear bearing capacity of the shear bolt 7. The calculation formula is consistent with Section 11.4.2 of the Standard for Design of Steel Structures (GB 50017-2017).

[0104] The nodes in this embodiment have the following advantages:

[0105] 1) Does not affect the arrangement of column reinforcement

[0106] Since only the web of the steel structure beam 4 at this node is in contact with the concrete column 1, and this node only has the first cross-shaped stiffening plate 51 and the second cross-shaped stiffening plate 52, it has no effect on the arrangement of the column longitudinal reinforcement 101 in the concrete column 1, and has a slight effect on the column stirrups 102. However, this effect can be eliminated by pre-opening holes at the corresponding positions of the column stirrups 102 during the early stage of deepening the steel structure node.

[0107] 2) The quality of concrete pouring in the core area of ​​the node is reliable

[0108] Since this node only has the first cross-shaped steel plate and the second cross-shaped steel plate, the vertical pouring channel of the concrete column 1 is completely unaffected, and there are no dead corners in the vibration, so the construction is convenient and the construction quality is controllable.

[0109] 3) The overall stiffness of the node is large

[0110] Due to the existence of the annular steel beam 2 outside the concrete column 1, when this node is subjected to force, the stiffness of the annular steel beam 2 makes the force on this node in four directions tend to be evenly distributed, and the overall deformation of this node is small.

[0111] Example 2

[0112] Except for the following technical features, other technical features in this embodiment are the same as those in Embodiment 1.

[0113] In this embodiment, the steel structure beam adopts a steel concrete beam instead of an I-shaped steel beam.

[0114] The four annular steel beams 2 in this embodiment are arranged at 30° relative to the X-axis or the Y-axis.

[0115] Example 3

[0116] Except for the following technical features, other technical features in this embodiment are the same as those in Embodiment 1.

[0117] The four annular steel beams 2 in this embodiment are arranged at 60° relative to the X-axis or the Y-axis.

[0118] The above specific implementation modes are preferred embodiments of the present invention and cannot be used to limit the present invention. Any other changes or other equivalent replacement methods that do not deviate from the technical solution of the present invention are included in the protection scope of the present invention.

Claims

1. A rigid connection node between a steel beam or steel-concrete beam and a concrete column, characterized in that: It includes a concrete column, an inserted cross stiffening plate, an annular steel beam and a steel structure beam. The central axis of the inserted cross stiffening plate overlaps with the central axis of the concrete column. The second cross stiffening plate of the inserted cross stiffening plate is located inside the concrete column. The first cross stiffening plate of the inserted cross stiffening plate protrudes from the outer periphery of the concrete column. The first cross stiffening plate is connected to the steel structure beam through shear bolts. The steel structure beam abuts against the concrete column. Two adjacent steel structure beams are obliquely connected through the annular steel beam. The annular steel beam is connected end to end to form a steel ring. The concrete column passes through the steel ring.

2. According to claim 1, a rigid connection node between a steel beam or steel concrete beam and a concrete column, characterized in that: The inserted cross stiffening plate includes a first cross stiffening plate, a second cross stiffening plate and shear studs, the shear studs are distributed on the surfaces of the first cross stiffening plate and the second cross stiffening plate, the central axis of the first cross stiffening plate overlaps the central axis of the second cross stiffening plate, the bottom of the first cross stiffening plate is connected to the top of the second cross stiffening plate, the width of the first cross stiffening plate is greater than the width of the second cross stiffening plate, the first cross stiffening plate is provided with stirrup through holes and bolt through holes, the stirrup through holes are located on the outside of the shear studs, the bolt through holes are located on the outside of the stirrup through holes, the column stirrups in the concrete column pass through the stirrup through holes, the shear studs and the second cross stiffening plate are located inside the concrete column, and the shear bolts are installed in the bolt through holes.

3. The rigid connection node between a steel beam or steel-concrete beam and a concrete column according to claim 2, characterized in that: The width of the first cross-shaped stiffening plate is D+190*2+2*tf m , the height of the first cross-shaped stiffening plate is H m -320, the thickness of the first cross-shaped stiffening plate is t m +10, D is the diameter of the concrete column, tf m is the flange thickness of the annular steel beam, the H m is the web height of the steel structure beam, and t m is the web thickness of the steel beam.

4. The rigid connection node between a steel beam or steel-concrete beam and a concrete column according to claim 2, characterized in that: The length of the second cross stiffening plate is D-200*2, and the thickness of the second cross stiffening plate is t m +10, D is the diameter of the concrete column, t m is the web thickness of the steel beam.

5. The rigid connection node between a steel beam or steel-concrete beam and a concrete column according to claim 1, characterized in that: It also includes an end plate, through which the steel structure beam is abutted against the concrete column.

6. A design method for a rigid joint between a steel beam or steel-concrete beam and a concrete column, characterized in that: The following steps are involved: S1. Determine the size of the inserted cross stiffening plate according to the cross-sectional dimensions of the four steel structure beams; S2. Determine the layout and cross-sectional dimensions of the annular steel beams; S3. According to the combined bending moment of the four steel structure beams, the width and height of the end plate are calculated in reverse according to the local compressive bearing capacity; S4. Calculate the number of shear bolts.

7. A rigid connection node and design method of a steel beam or steel concrete beam and a concrete column according to claim 6, characterized in that: The calculation method of the second cross-shaped stiffening plate of the interpolated cross stiffening plate in step S1 comprises the following steps: S101. Determine the shear bearing capacity R of the shear studs according to the type of shear studs. p , In the formula, A s is the cross-sectional area of ​​the shear stud rod, E c is the elastic modulus of concrete, f c is the axial compressive strength of concrete, r is the ratio of the minimum tensile strength of the shear stud material to the yield strength, and f is the design value of the tensile strength of the shear stud; S102, reversely calculate the number n of required shear studs according to the tensile bearing capacity of the cross section of the second cross-shaped stiffening plate, and calculate the arrangement length of the shear studs according to the spacing of the shear studs. The calculation formula is: Wherein, D is the diameter of the concrete column, and t m is the web thickness of the steel beam.

8. The rigid connection node and design method of a steel beam or steel concrete beam and a concrete column according to claim 6, characterized in that: Step S3 includes the following steps: S301, extracting the internal forces of the four steel structure beams of the node under various working conditions according to the structural model of the node, and selecting the combined internal forces of the four steel structure beams under the control working conditions according to the General Code for Engineering Structures; S302. According to the combined internal force analysis of the control working condition of step S301, the combined bending moment of the four steel structure beams is obtained. According to the force balance condition, the combined bending moment is used to calculate the width and height of the end plate using a formula, wherein the four steel structure beams include a first I-shaped steel beam, a second I-shaped steel beam, a third I-shaped steel beam and a fourth I-shaped steel beam.

9. A rigid connection node and design method of a steel beam or steel concrete beam and a concrete column according to claim 8, characterized in that: Step S302 includes the following steps: S3021. When M1, M2, M3 and M4 are negative moments and |M1|>|M2|>|M3|>|M4|, the width and height of the end plate are calculated by formula (1). Formula (1) is: Among them, M1 is the combined bending moment of the first I-shaped steel beam, M2 is the combined bending moment of the second I-shaped steel beam, M3 is the combined bending moment of the third I-shaped steel beam, M4 is the combined bending moment of the fourth I-shaped steel beam, α1 is the coefficient, f c is the design value of the axial compressive strength of concrete, a1, a2, a3, a4 are the end plate widths corresponding to the first I-shaped steel beam, the second I-shaped steel beam, the third I-shaped steel beam and the fourth I-shaped steel beam, respectively, b1, b2, b3, b4 are the end plate heights corresponding to the first I-shaped steel beam, the second I-shaped steel beam, the third I-shaped steel beam and the fourth I-shaped steel beam, respectively; H m is the cross-sectional height of the ring steel beam; S3022. When M1, M2, and M3 are all negative moments and M4 is a positive moment, and |M1|>|M2|>|M3|, the width and height of the end plate are calculated by calculation formula (2). The calculation formula (2) is: S3023. When M1, M2, and M3 are all negative bending moments and M4 is a positive bending moment, and |M1|>|M3|>|M2|, the width and height of the end plate are calculated by calculation formula (3). The calculation formula (3) is: S3024. When M1 and M3 are negative moments, and M2 and M4 are positive moments, the width and height of the end plate are calculated using formula (4). The calculation formula (4) is:

10. A rigid connection node and design method of a steel beam or steel concrete beam and a concrete column according to claim 6, characterized in that: The calculation formula for the number of shear bolts in step S4 includes: Where N1, N2, N3, and N4 represent the number of shear bolts corresponding to the first I-shaped steel beam, the second I-shaped steel beam, the third I-shaped steel beam, and the fourth I-shaped steel beam, respectively. v represents the shear strength of the steel; H1, H2, H3 and H4 represent the heights of the first I-shaped steel beam, the second I-shaped steel beam, the third I-shaped steel beam and the fourth I-shaped steel beam respectively; t1, t2, t3 and t4 represent the web thicknesses of the first I-shaped steel beam, the second I-shaped steel beam, the third I-shaped steel beam and the fourth I-shaped steel beam respectively; Indicates the design value of the shear bearing capacity of the shear bolt.

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